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Thanks all for important notes as i conclude form notes i use beam (0.4m x0.3m) and top insertion point to get good modeling of beam and slab

Thank you for your interest but can you tell me the dimension of beam should i insert in program if have beam (0.4 m depth x o.3 width) and slab depth (0.15 m) ? so the dimension of beam in program (0.55 x 0.3) or still the same (0.4 x0.3) .i have some confused which is the best method for...

I'm trying to model a two-way concrete slab and beam system in etabs. I have the slab elements( h=150 mm) and rectangular beams (400 mm depth x 300 mm width) , but when I view in 3-d, it appears that everything is being modeled from the centerline of the elements. How can I change my model so...

Indian seismic code (IS 1893)

Dear ayelamayem77 i know this a good way to solve problem and thank u for helping me but there is small problem with this solution we use SRSS to combine all mode and this method is used only for regular building and 2d ,but for irregular building we should only use CQC .this solution dont have...

hi everyone in Staad pro there is feature (I.M.R)individual model response please anyone know this feature how to do it in ETABS this feature make response spectrum effective by giving each results its own sign (negative or positive) Thank you

dear ayelamayem77 if find this method in link https://wiki.csiamerica.com/display/etabs/Torsional+amplification is very good to solve the problem but i cant judge this real value thanks

thank you ayelamayem77 for your interest please the attachment did not work (no EDB file ) best regard

Hi every one In a response spectrum analysis, the base shear does not match the summation of shears I get at the base of the columns. Which one should I use as base shear ? how to solve this problem?

hello inggelu my problem i have rectangular building(40x20) and the the natural frequency (building periods) in the orthogonal directions dont have a big different( i use sap2000) thank u http://files.engineering.com/getfile.aspx?folder=0bfe1dd3-a4b4-450b-981f-cda89d5ebf65&file=Desktop.rar

Dear ayelamayem77 HERE MY RESPONSE SPECTRUM thank you http://files.engineering.com/getfile.aspx?folder=821c639a-5b29-42a1-9a50-c3150ba1aea7&file=yasir4.rar

and this is my modelhttp://files.engineering.com/getfile.aspx?folder=ea0ef97d-bc45-4867-b83d-176a4c0be788&file=Desktop.rar

Thank you very much Mr ayelamayem77 for helping me wish you all the best in your life please if you can you give me note about response spectrum method in 3d model like how to calculate dynamic eccentricity and torque Sorry for the inconvenience thank you

please see case of (spec1 ) this case of response spectrum and accidental eccentricity 0.05 and here my problem thank very much

this is my model thank youhttp://files.engineering.com/getfile.aspx?folder=56835da5-f21d-4070-82fa-19b5d1cce49b&file=3d(b).EDB

Thank very much ayelamayem77 your idea is very when calculated base shear for over all structure but i have building 10 *10 bay i want to calculate base shear @ each frame and the summation of these base shear @each frame will equal to overall base shear but in my building(shown in...

i use response spectrum method

hi everyone i have 10 story building when calculate base shear from reaction and story force they have same value but when use accidental eccentricity(5%) the base shear calculated by summation of the reactions is larger than when calculated by story shear so i cant understand why this...

Hi to every one,is there anyone reading this...........I m waiting for a good reply to my question????

the horizontal shear distribution shall be in accordance with requirement of section 12.8.4 expect that amplification of torsion per section 12.8.4.3 is not required where accendital torsional effects are included in dynamic analysis model